@XR250 - Indeed, Some companies filled for bankruptcy after Hurricane Ian! Flood insurance is different though, It's a cooperative undertaking between the private insurance industry and FEMA. Not really sure who take the loss but I'd think the Federal government will help somehow.
MSc in...
Aesur - The insurance will not pay for anything other than the repairs/ replacement cost of covered items ( different between Wind & Flood), up to the policy max.
what I was referring to when I mentioned the prime location is the number used to evaluate against the 50% rule. The rule compares...
@Aesur - you're correct with your reasoning. However, in this case, the building is on a prime location by the beach and the appraised value and the building size is high enough for the work be less than substantial improvement.
@Enable - 2- Thanks for input, I think I will saw cut the slab at...
@Aesur - Florida Building Code and FEMA requires bringing entire building to code only if cost of repairs are beyond 50% of value, otherwise depending on the work classification it can be as simple as the new structural elements be designed to current codes. I've done many rehab and restoration...
Hey everyone,
I hope you're doing well. I'm facing a challenging structural issue in Florida following the damage caused by Hurricane Ian's surge last year. I'd love to hear your opinions and insights on how to approach this problem. Please note that this is more of a discussion thread, and I'm...
my plan was for the channels to be anchored to the edges of the HCS and transfer the load to the plank's edges, and the attachment to wall face plate is to be an auxiliary cnnection.
MSc in Structural Engineering, PE
I assumed the angle to the left side of the opening would be supported by the two longitudinal angles to the top & bottom. I guess I'll sharpen the pencil on the numbers to be 100% sure and I'll disregard, and for peace of mind I'll plan to be on site when they are making the opening to verify...
I see your point; but I feel the level of uncertainty warrants a level of strengthening, maybe I'll think of something less destructive.
MSc in Structural Engineering, PE
Thanks for the input, there isn't much published load tables for 8' wide planks, but I managed to find one. After checking the minimum strand pattern available, I believe both flexural and shear capacity would still be fine transferring the loads using a hanger to the adjacent planks, assuming...
Take a look at Robot structural analysis from Autodesk, I like it over RISA even though it's not very user-friendly and takes time to get used to, but it works well with Advanced Steel and somehow with AutoCAD too. they are all part of the Autodesk suit package and relatively cheap to get...
Things started slowing down for us around here, so we start picking up work in the sunshine state.
I guess the middle wall was added mainly because of a flight of stairs that connects 4th to 5th floor.
Would you assume the load from the HCS with the opening as a point load at the hanger...
Hello everyone,
I need some help with a project I'm working on, the project is a remodeling of two condo units on top of each other in a 5-story condominium building, the client bought the unit on top of his old unit (2nd and 3rd floors) for the purpose of joining them vertically for a larger...
Although I agree that the Chloride content at 4" almost rule out the possibility of partial depth repairs, the testing lab is already paid to do the testing at 6.5" so we might as well have the data.
No carbonation testing has been done, we were planning to do half cell potential testing but...
SlideRuleEra : this is very helpful! thank you so much.
The deck thickness is 9" with horrific spalling on both the top and bottom rebars! Personally, I don't think any portion of the deck is salvageable, but due to the size of the project, I want to showthe client with no doubt that full...
Dear Fellow Engineers,
As a part of a concrete deck inspection and evaluation we've done some core sampling and testing for compressive strength and water soluble Chloride content, we got the attached results. the concrete is 60 years old, the mx design strength is 5ksi and the rebar is 60Ksi...
Thank you for the references! much appreciated.
I read through the AWS D1.5, welding reference manual, the Structural Magazine article and I'm currently reading through Ricker's paper. very useful information. However, no mentioning of using existing steel as a backer in any of them. Clearly in...
For the transverse cuts through the existing cover plate, the contractor engineer is suggesting removing a 2' section of the cover plate, CJP weld the flange angles, then replacing the cover plate with a new 2' bolted through the rivet holes and a CJP weld to the existing cover plate on both...
